EQUIPMENT OUTPUT/DAYBASIC ASSUMPTIONS: 1. Average output of Road Roller (12 passes) 360 m 3/day (FLAT) 3 (VibratoryRoller) 300 m /day (ROLLING & MOUNTANOUS) 2 2.Averageoutput ofRoad Grader 400-500 m /day 3. Average output of Asphalt Distributor 2,400 m 2/day 3 4.AverageoutputofTransitMixer 30m /day (8 trips – 4 cu. m. cap) 5. Average output of one gang For clearing & grubbing 4,000 m2/day a. Road Grader b, Payloader c. Dumptruck (min. of 2 units) 6. Average output of one gang For Removal of Dilapidated PCCP 100-200 m2/day OPTION NO. 1 (USE 100 M2/DAY) a. Jackhammer b, Payloader c. Dumptruck OPTION NO. 2 (USE 200 M2/DAY) a. Backhoe with Concrete Breaker or Pencil Hammer b. Payloader c. Dumptruck (min. of 2 units) 7. Average output of one gang For surplus common excavation 400-500 m3/day (full excavation) a. Bulldozer D7 b. Payloader c. Dumptruck (min. of 2 units) 8. Average output of one gang For Embankment 300-400 m3/day (emb. from road cut) add dozer a. Road Grader base from HD (if embankment from other source) no b.Payloader bulldozer c. Dumptruck d. Road Roller e. Water Truck 9. Average output of one gang For Sub-grade preparation 2,400 m2/day a. Road Grader b. Vibratory Roller c. Water Truck 10. Average output of one gang For Agg. Sub-base course 300-400 m3/day 3 a.RoadGrader flat = 400m /day 3 b.RoadRoller rolling = 350m /day 3 c.WaterTruck mountainous = 300m /day 11. Average output of one gang 3 ForAgg.Basecourse 300-400m /day 3 a.RoadGrader flat = 400m /day 3 b.RoadRoller rolling = 350m /day 3 c.WaterTruck mountainous = 300m /day 12. Average output of one gang For Bituminous Conc. Surface course 2,249 m2/d (0.05 thk.) verify maintenance 1,500 m2/day (0.075 thk.) verify maintenance a. Asphalt Paver b. Steel Roller c. Pneumatic Roller 13. Average output of one gang For PCCP (transit mixer) 90 m3/day (0.20 thk.) 90 m3/day (0.23 thk.) a. Transit Mixer (3 units) b. Payloader c. Concrete Vibrator d. Batching Plant e. Water Truck with pump For PCCP (1 – bagger mixer) 8 – 10 m3/day 14. Average output of one gang For Structural Conc. Class A 27 m3/day a. Transit Mixer (3 units) b, Payloader c. Concrete Vibrator d. Batching Plant e. Water Truck w/ pump Using 1 – Bagger Mixer 6 – 8 m3/day 3 15.AverageoutputofBackhoe 150m /day 3 16. Average output of Crane Clamshell 150 m /day (with back-up equip’t. Below) 3 17.AverageoutputofBulldozer 350m /day (D6) 500 m3/day (D7) 3 18.AverageoutputofDredger 80m /day (10”) 200 m3/day (12”) HAULING OF AGGREGATES DATA FLAT ROLLING MOUNTAINOUS SPEED (KPH) W/ LOAD 30.00 20.00 15.00 W/O LOAD 30.00 30.00 25.00 3 5.00 4.00 3.50 CAPACITY (M ) 10.00 6.00 4.50 NO.OFDT 1.00 1.00 1.00 ITEM 202: Flat = 12.00 m3 Rolling = 8.00 m3 Mountainous = 6.00 m3 COMPOSITION OF ONE GANG PER ITEM OF WORK (IF BY ADMINISTRATION, WITH ENGINEERING ASSISTANT) ITEM – 104: EMBANKMENT 1 Foreman 1 Laboratory Technician 4 Laborers ITEM – 105: SUB – GRADE PREPARATION 1 Foreman 1 Laboratory Technician 2 Laborers ITEM – 200: AGGREGATE SUB – BASE COURSE 1 Foreman 1 Laboratory Technician 4 Laborers (NOTE: NO. OF DAYS IN HAULING AGG. NOT INCLUDED) ITEM – 201: AGGREGATE BASE COURSE (ATTAIN BLUE TOP) 1 Foreman 1 Laboratory Technician 8 Laborers ITEM – 311: PORTLAND CEMENT CONCRETE PAVEMENT (CF = 9.08) USING 1 – BAGGER MIXER 1 Foreman 2 Mason/Carpenter 15 Laborers (NOTE: INCLUDES INSTALLATION OF FORMS) USING TRANSIT MIXER 1 Foreman 1 Laboratory Technician 6 Skilled Workers 10 Laborers (NOTE: INCLUDES WORKFORCE BOTH AT BATCHING PLANT & SITE, INSTALLATION OF FORMS) ITEM – 405: STRUCTURAL CONCRETE CLASS “A” (CF = 9.08) USING 1 – BAGGER MIXER 1 Foreman 2 Mason/Carpenter 15 Laborers (NOTE: INCLUDES INSTALLATION OF FORMS) USING TRANSIT MIXER 1 Foreman 1 Laboratory Technician 6 Skilled Workers 10 Laborers (NOTE: INCLUDES WORKFORCE BOTH AT BATCHING PLANT & SITE, INSTALLATION OF FORMS) FURNISHING OF AGGREGATES A. HAULING: 1. Stockpiling and loading use: 1 – 7 Bulldozer, capacity = 500 m 3/day use: 1 –Payloader, capacity = 500 m 3/day P 9,258.00/day + P 4,662.00/day Unit Cost = ------------------------------------------------ = P 27.84/m 3 500.00 m3/day 2. Hauling Cost Average Haul Distance = 5.00 KM. Average truck speed per day = 25.00 KPH 2.00 x 5.00 x 60.00 kph Travel time = ------------------------------------------------- = 24.00 mins. 25.00 kph Loading,unloading&shiftingtime = 20.00mins. ============ Total cycletime 44.00 mins. 8.00 X 60.00 (83.33% eff.) No. of trips/day = ------------------------------------------- = 9.09 say 9.00 trips 44.00 mins. P 6,024.00/day 3 Unit Cost = ------------------------------------------ = P 66.93/m 9.00 x 10.00 m3/truck 3 3.ExciseTax(3.00%ofitems1&2) = P 2.84/m 3 4.RoyaltyaccessroadProv’l.&Brgy.Tax = P 15.00/m ========== Hauling Cost P 112.62/m 3 B. PROCESSING: 1. Fine Aggregates P 3,198.00 + P 304.90 + P 220.00 Screening = ------------------------------------------------- = P 24.82/m3 150.00 m3/day P 3,198.00 + P 304.90 + P 220.00 Washing = ------------------------------------------------- = P 18.61/m3 200.00 m3/day ========== P 43.43/m3 FA = P 112.62/m3 + P 43.43/m3 = P 156.05/m 3 2. Coarse Aggregate P 3,198.00 + P 304.90 + P 220.00 Screening = ------------------------------------------------- = P 37.23/m3 100.00 m3/day P 3,198.00 + P 304.90 + P 220.00 Washing = ------------------------------------------------- = P 18.61/m3 200.00 m3/day ========== P 55.84/m3 CA = P 112.62/m3 + P 55.84/m3 = P 168.46/m 3 3. Sub – base course P 3,198.00 + P 304.90 + P 220.00 Screening = ------------------------------------------------- = P 14.89/m3 250.00 m3/day P 3,198.00 + P 304.90 + P 220.00 Screening = ------------------------------------------------- = P 24.82/m3 150 m3/day P 3,198.00 + P 304.90 + P 220.00 Blending = ------------------------------------------------- = P 12.41/m3 300.00 m3/day ========== P 37.23/m3 3 200 (Processed) = P ( 1 12.62 + 14.89 ) m /day= P 127.51/m3 3 201 (Processed) = P ( 1 12.62 + 37.23 ) m /day= P 149.85/m3 FURNISHING OF AGGREGATES A. HAULING: 1. Stockpiling and loading use: 1 – 7 Bulldozer, capacity = 500.00 m 3/day use: 1 – Payloader, capacity = 500.00 m 3/day P 9,258.00/day + P 4,662.00/day Unit Cost = ------------------------------------------------ = P 27.84/m 3 500.00 m3/day 2. Hauling Cost (Source = unknown) Average Haul Distance = 5.00 KM. Average truck speed per day = 25.00 KPH 2.00 x 5.00 x 60.00 kph Travel time = ------------------------------------------------- = 24.00 mins. 25.00 kph Loading,unloading&shiftingtime = 20.00mins. ============ Total cycletime 44.00 mins. 8.00 X 60.00 (83.33% eff.) No. of trips/day = ------------------------------------------- = 9.09 say 9.00 trips 44.00 mins. P 6,024.00/day 3 Unit Cost = ------------------------------------------ = P 66.93/m 9.00 x 10.00 m3/truck 3 3.ExciseTax(3.00%ofitems1&2) = P 2.84/m 3 4.RoyaltyaccessroadProv’l.&Brgy.Tax = P 15.00/m ========== Hauling Cost P 112.62/m 3 B. PROCESSING: 1. Fine Aggregates P 3,198.00 + P 304.90 + P 220.00 Screening = ------------------------------------------------- = P 24.82/m3 150.00 m3/day P 3,198.00 + P 304.90 + P 220.00 Washing = ------------------------------------------------- = P 18.61/m3 200.00 m3/day ========== P 43.43/m3 FA = P 112.62/m3 + P 43.43/m3 = P 156.05/m 3 2. Coarse Aggregate P 3,198.00 + P 304.90 + P 220.00 Screening = ------------------------------------------------- = P 37.23/m3 100.00 m3/day P 3,198.00 + P 304.90 + P 220.00 Washing = ------------------------------------------------- = P 18.61/m3 200.00 m3/day ========== P 55.84/m3 CA = P 112.62/m3 + P 55.84/m3 = P 168.46/m 3 3. Sub – base course P 3,198.00 + P 304.90 + P 220.00 Screening = ------------------------------------------------- = P 14.89/m3 250.00 m3/day P 3,198.00 + P 304.90 + P 220.00 Screening = ------------------------------------------------- = P 24.82/m3 150 m3/day P 3,198.00 + P 304.90 + P 220.00 Blending = ------------------------------------------------- = P 12.41/m3 300.00 m3/day ========== P 37.23/m3 3 200 (Processed) = P ( 1 12.62 + 14.89 ) m /day= P 127.51/m3 3 201 (Processed) = P ( 1 12.62 + 37.23 ) m /day= P 149.85/m3 FURNISHING OF AGGREGATES A. HAULING: 1. Stockpiling and loading use: 1 – 7 Bulldozer, capacity = 500.00 m 3/day use: 1 – Payloader, capacity = 500.00 m 3/day P 9,258.00/day + P 4,662.00/day Unit Cost = ------------------------------------------------ = P 27.84/m 3 500.00 m3/day 2. Hauling Cost (AHD = 4.00 Km. (source = L allog Pit, Luna, Isabela Magat River)) Average truck speed per day = 30.00 KPH 2.00 x 4.00 x 60.00 kph Travel time = ------------------------------------------------- = 16.00 mins. 30.00 kph Loading,unloading&shiftingtime = 7.00mins. ============ Total cycletime 23.00 mins. 8.00 X 60.00 No. of trips/day = ------------------------------------------- = 21.00 trips 23.00 mins. P 6,024.00/day/truck 3 Unit Cost = ------------------------------------------ = P 28.69/m 21.00 x 10.00 m 3/truck 3 3.ExciseTax(3.00%ofitems1&2) = P 1.70/m 3 4. VAT(10%of items 1 & 2) = P 5.65/m 3 5.Royaltyaccessrd.Prov’l.andBrgy.Tax = P 15.00/m ========== Hauling Cost P 78.88/m 3 B. PROCESSING: 1. Fine Aggregates (P 4,622.00+ P 377.00+P 220.00)(1.10) Screening = ------------------------------------------------- = P 38.57/m3 150.00 m3/day (P 4,622.00+ P 377.00+P 220.00)(1.10) Washing = ------------------------------------------------- = P 28.92/m3 200.00 m3/day ========== P 67.49/m3 FA = P 78.88/m3 + P 67.49/m3 = P 146.37/m 3 2. Coarse Aggregate (P 4,622.00+ P 377.00+P 220.00)(1.10) Screening = ------------------------------------------------- = P 57.85/m3 100.00 m3/day (P 4,622.00+ P 377.00+P 220.00)(1.10) Washing = ------------------------------------------------- = P 38.57/m3 200.00 m3/day ========== P 96.42/m3 CA = P 78.88/m3 + P 96.42/m3 = P 175.30/m 3 3 FoundationFillorEmbankment = P 78.88/m 3 Item 200 – Agg. Sub base Course = P ( 78.88 + 57.85 ) m /day= P 136.75/m3 3 Item 201 – Agg. Base Course = P(78.88 + 57.85 + 38.57)m /day= P 175.30/m3 ASSOCIATION OF CARRIERS & EQUIPMENT LESSORS INCORPORATED D E S C R I P T I O N R A T E / D A Y TYPEOFEQUIPMENT Asof1998 75% 1. BULLDOZER D–9 P 20,248.00 /day P 15,186.00 /day D–8 P 18,809.00 /day P 14,106.00 /day D–7 P 12,344.00 /day P 9,258.00 /day D–6 P 10,176.00 /day P 7,632.00 /day D–4 P 5,328.00 /day P 3,996.00 /day 2. LOADER 3 cu. m. P 8,328.00 /day P 6,246.00 /day 2 cu. m. P 6,216.00 /day P 4,662.00 /day 1 cu. m. P 4,264.00 /day P 3,198.00 /day 3. GRADER P 6,368.00 /day P 4,776.00 /day 4. ROAD ROLLER, 105 H.P. P 4,120.00 /day P 3,090.00 /day 5. PNEUMATIC ROLLER, 107 H.P. P 4,216.00 /day P 3,162.00 /day 6. VIBRATORY ROLLER , 100 H.P. P 11,184.00 /day P 8,388.00 /day 7. SHEEPFOOT ROLLER P 2,488.00 /day P 1,866.00 /day 8. CRANE, CRAWLER TYPE, 71 – 80 tons P 23,376.00 /day 9. CRANE, CRAWLER TYPE, 21 – 25 tons P 10,064.00 /day P 7,548.00 /day 10. CRANE, TRUCK MTD. TYPE, 21 – 25 tons P 9,296.00 /day P 6,972.00 /day 11. CRANE, TRUCK MTD. TYPE, 2 – 5 tons P 3,552.00 /day P 2,664.00 /day 12. BACKHOE, ½ CU. M. P 9,656.00 /day P 7,242.00 /day 13. PILE HAMMER, M33 P 7,592.00 /day P 5,694.00 /day 14. DROP HAMMER, 2 TONS P 600.00 /day P 450.00 /day 15. PILE VIBRA. HYD. DRIVEN, 45,000 KG – M P 22,320.00 /day P 16,740.00 /day 16. ASPHALT DISTRIBUTOR, 5 TONS, 3000 USG P 6,808.00 /day P 5,106.00 /day 17. ASPHALT PAVER P 6,808.00 /day P 5,106.00 /day 18. CONCRETE PAVER P 10,464.00 /day P 7,848.00 /day 19. CONCRETE MIXER, 1.5 – 2.0 BAGGER P 1,384.00 /day P 1,038.00 /day 20. CONCRETE TRANSIT MIXER, 5 – 8 CU. YDS. P 8,528.00 /day P 6,396.00 /day 21. DUMPTRUCK 5 CU. M./LOAD (AVE.) P 4,952.00 /day P 3,714.00 /day 10 CU.M./LOAD (AVE.) P 8,032.00 /day P 6,024.00 /day 22. AIR COMPRESSOR P 4,472.00 /day P 3,354.00 /day 23. WATER PUMP ( 4” DIA.) P 305.00 /day P 229.00 /day 24. WATER TRUCK (500 – 1000 GALS.) P 7,744.00 /day P 5,808.00 /day 25. WELDING MACHINE GAS DRIVEN, 400 AMP. P 465.00 /day P 349.00 /day ELECTRIC DRIVEN, 400 AMP. P 240.00 /day P 180.00 /day 26. CONCRETE BATCH PLANT (40 1PH) P 16,635.00 /day P 12,476.00 /day 27. AGGREGATE CRUSHER, 100 TPIL P 373,571.00 /day P 280,178.00 /day 28. ASPHALT BATCH PLANT, 100 TPH P 39,235.00 /day P 29,426.00 /day 29. STAKE TRUCK, 2 – 5 TONS P 4,824.00 /day P 3,618.00 /day 30. CONCRETE VIBRATOR P 265.00 /day P 199.00 /day 31. CONCRETE CUTTER P 308.00 /day P 231.00 /day 32.TRAILER, L. BED 4/TON/KM P 4.00/ton/km. P 3.09/ton/km. L. BED 4.25/TON/KM P 4.25/ton/km. P 3.19/ton/km. 33. BAR CUTTER, 350 – 450 KG./DAY P 200.00 /day P 150.00 /day 34. CHAINSAW, 18” BAR LENGTH, 8.0 H.P. P 195.00 /day P 146.00 /day 35. DRILLING RIG HYD CRAWLER, 2000 mm dia. P 91,904.00 /day P 68,928.00 /day 36. DRILLING RIG HYD CRAWLER, 1800 mm dia. P 86,072.00 /day P 64,554.00 /day 37. DRILLING RIG MECH. ROTARY,600-2000 MM P 27,976.00 /day P 20,982.00 /day DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS COST ESTIMATE GUIDELINES ITEM 100 : CLEARING AND GRUBBING 1. Light - 50sq.m,/man-day 2. Medium - 25 sq. m./man-day 3. Dense a. 65 sq. m./man-day b. With Chainsaw – 200 sq. m./man-gang/day 4. Individual removal of trees up (Up to max. of 0.25 m. dia.) a. 1 Tree per man-day b. With Chainsaw – 10 trees/2-man gang/day Note: The above outputs are up to maximum disposal site distance of 10 meters. ITEM 101 : REMOVAL OF STRUCTURES AND OBSTRUCTIONS Daily Output Reinf. Conc. Conc. Pvmnt. Asp. Pvmnt. A. Labor/MD 0.50 cu. m. 2.520 sq. m. 8.00 sq. m. B. Equipment B.1 Air Comp. w/ Jackleg 2.00 cu. m. 50.00 sq. m. Open – 2,400 sq. m. B.2 Road Grader Limited – 1,200 sq. m. C. Removal of Slides Using Payloader: Disposable Capacity per day (cu. m.) Distance (meter) Rock CommonEarth 7.5 300 430 10 270 390 20 230 330 25 200 280 30 180 260 40 160 230 45 150 220 50 140 210 55 130 190 60 120 170 Note: 1. Open refers to traffickless working condition. 2. Beyond 60 meters use dumptruck for disposal of waste. 3. For A and B consider cost of waste disposal. ITEM 102 : EXCAVATION A. Labor Daily Output in cubic meter CommonExcavation UnclassifiedExc. S.R. 3.00 1.50 0.50 B. Equipment (Bulldozer) Based on a maximum disposal distance of 30 m. D4 --------------- 210 D6 --------------- 250 D8 --------------- 410 C. Solid Rock C.1 Particulars: - Cap. of 1 unit Air Compressor with 2 Jackhammers/day based on perpendicular boring at a maximum height of 150meters = 100boreholes - Holes required for 1 cu. m. solid rock = 2 holes (1 m. deep) - Average no. of dynamite stick per case = 330 C.2 Blasting requirement per cu. m. of solid rock: - 3 – 4 sticks of dynamite per borehole - 2 pcs. blasting cap per cu. m. of solid rock - 4 m. safety fuse per cu. m. of solid rock C.3 Clearing provisions: - Refer to Item 101.C : Removal of Slides C.4 Boring Crew Composition: (Capacity of Crew – 100 holes/day) - 1–CivilEngineer - 2–SkilledLaborers - 1 – Construction Foreman - 2 – Laborers - 2 – Skilled Laborers C.5 Blasting Crew Composition: (Capacity of Crew – 100 holes/day) - 1 – License Blaster - 2 – Skilled Laborers - 2 – Laborers Note: 1. Consider reduction of manpower and equipment output for heights of more than 1.50 meters. 2. All equipments except Dump Trucks, Road Roller and Air Compressor to be assisted by a helper or laborer. 3. Provide provision for scaffolds and incidental expenses for heights of more than 1.50 meters. ITEM 103 : STRUCTURE EXCAVATION Daily Output in cubic meter CommonExc. UnclassifiedExc. S.R. A. Labor 1.50 1.00 0.50 B.0.25m3Backhoe 120.00 80.00 Note: 1. For instances where the excavated materials is to be disposed to a specified place, computations for such waste disposal shall be considered. 2. Above labor outputs are based on a maximum depth of 2.00 meters. For depths exceeding 2.00 meters, add provisions for hoisting for double/multiple handling. ITEM 104 : EMBANKMENT A. Shrinkage/Swell factor – 20% (for common borrow only) B. Placing B.1. Labor: Daily output in cu. m./man-day for common earth and unclassified material = 4.0 cu. m./man-day B.2. Equipment: Output of 1 unit Road Grader – 600 cu. m./day (400 cu. m./day) C. Compaction: C.1. Labor (Tamping): 2 cu. m./man-day (applicable to backfills for cross drain or Retaining walls). C.2. Equipment: Portable plate compactor : 50 cu. m./day 1 Tonner Road Roller : 100 cu. m./day 9 -11 Tonner Road Roller : 300 cu. m./day (400 cu. m./day) Note: 1. Duration for the Water Truck is equal of the duration of the Road Roller. 2. Ratio of one (1) Road Grader to two (2) Road Rollers. 3. Number of Dump Trucks per day depends on capacity of Road Grader per day. I TEM 105 : SUBGRADE PREPARATION A. Equipment (using motorized Road Grader) A.1 Reshaping and Grading Grader = 2,500 sq. m./day Roller = 2,500 sq. m./day # Preparation of dirth/earth road or application of gravel. Item 200 or Item 201 or 300 = 12,500 sq. m./day # Preparation of gravel road for the construction of Asphalt Concrete Pavement = 9,000 sq. m./day. A.2 Compaction # Required duration for road Roller is the same that of the Road Grader and the duration of Water Truck is half the duration for the Roller. SPL. AGGREGATE HAULING/TIMESPOTTING A. Quarrying: Output of one (1) D4 Bulldozer - 210 cu. m./day of unprocessed material B. Screening and Stockpiling: (Refer to the following formula) General Formula: For Wheel Loaders: Q = q x ( 60/CM ) x E Where: Q = hourly production in cu. m./hr. q = production per cycle in cu. m. CM = cycle time in minutes E = job efficiency q = ql x k ql = heaped capacity of loader k = bucket factor Cycle time for Loader (cm) 1. In a cross loading Cm = D/F + D/R + Z 2. For a V – shaped loading Cm = D/F + 2 + D/R + 2 + Z 3. In load and carry Cm = D/F x 2 Where: Cm = cycle time in minutes D = haulingdistance F = forward speed in meters/minute R = reverse speed in meters/minute Z = fixed time (minutes) – sum of gear shifting, Loading, turning and waiting time FIXED TIME: V – Shaped Cross Load and Loading Loading Carry DirectDrive 0.23 0.35 HydraulicDrive 0.20 0.30 TorqueFlowDrive 0.20 0.30 0.35 Travel Speed: F1 = (0 – 7.3 km/hr) R1 = (0 – 7.8 km/hr) * Computation for screening and stockpiling for wheel loaders (articulated) Use job efficiency ( E ) of 0.83 (83%) Cm = 1.00 min. (cycle time for screening 1 bucket of unprocessed material) Q = q x (60/cm) x E; use q = use truck bucket capacity Q x (60/1) x (0.83) = 49.8 q cm/hr. Where q is the struck bucket capacity However, for screening fine and course aggregates, introduce (f) quarry factors to the general formula, therefore. 1. Screening fine aggregates Q = 49.8 qFc (cu.m./hr.) 2. For screening coarse aggregates Q = 49.8 qFc (cu. m./hr.) Moreover, in the screening process of fine and coarse aggregates, there is extra time required for stockpiling and screened waste. Materials which needs to be determined as a factor of cycle time to be multiplied to the above formula to arrive azt the output capacity, Q. Sample Problem: Given: q = 1.50 cu. m. Quarry productivity: F.A. = 60% C.A. = 30% Waste = 10% For 7 cu. m. fine aggregates Volume of unprocessed material to produce 7 cu. m. fine agg. (V) V = 7/0.60 = 11.67 cu. m., No. of cycles = 11.67/1.50 = 7.78 Screening Time = 7.78 cycles x 1 min. per cycle = 7.78 min. Approximate time to transfer 7 cu. m. screened material to stockpile = 4.6 minutes Then the total time to produce and stockpile 7 cu. m. of fine aggregates from 11.67 cu. m. of unprocessed material from the given source id: = 7.78 min. + 4.60 mon. = 12.38 minutes The number of cycle in 1 hr. = 60 min./12.38 min. = 4.85 Production of F.A. in one hour = 4.85 (7 cu. m.) = 34 cu. m. The preceding computation takes into consideration further processing of waste materials to produce coarse aggregates. Total Waste = 11.67 - 7 = 4.67 cu. m, Where volume of coarse aggregate to be extracted from waste material = 11.67 x 0.30 = 3.50 cu. m. In this condition there are two screens, i.e. one for fine aggregates and one for coarse aggregates and the loader, after screening for the fine aggregates proceeds to screen the waste to produce coarse aggregates. In so doing. TotalCycle = 4.67/1.50 = 3.113 ScreeningTime = 3.113min. Stockpiling Time = 3.5/7.0 x 4.6 = 2.30min. Removal of Waste = 1.17 cu. m. x 1.0 min. = 1.17 min Should only be 1.0 min. because the loader capacity considered is 1.5 cu. m. greater than 1.17 cu. m. Total = 6.58 min. To summarize, combining the production of fine and coarse aggregate From the given source, Total time to produce 7 cu. m. fine aggregates = 12.38 Total time to produce 3.5 cu. m. coarse agg. = 6.58 Total Minutes = 18.96 In one hour, production is, For fine aggregates = 60/18.96 x 7 .0 = 22.22 cu. m. For coarse aggregates = 60/18.96 x 3.5 = 11.11 cu. m. In one day, screening and stockpiling output of 1 payloader and 2 screens from the given source. Forfineaggregates = 22.22 ( 6) = 133cu.m. For coarse aggregates = 11.11 ( 6) = 67 cu. m. In cases where there is a need for coarse aggregate only, production is 67 cu. m./day with the fine aggregates treated as waste. Cycle time: Screening time = 11.67/1.50 x 1.0 min. = 7.78 min. Stockpilingtime(for7cu.m.) =4.6min. Removal of Waste = 4.67 cu. m. x 1.0 min. = 4.67 min. Totaltimepercycle =17.05min. Total no. of cycle in one hour = 60/17.05 = 3.52 Hourly production = 3.52 x 7 cu. m. = 24.63 cu. m. Daily production = 24.63 x 6 hrs. = 148.00 cu. m. In one hour, the equipment is assumed to work only for 45 minutes, hnce it works only for 6 hours in a day. C. Loading and Unloading C.1 Loading and Unloading Time: a. Using payloader and dumptrucks: 1. Aggregates: a.1.L oading Time = 5 mins. a.2 Unloading time = 1 min. a.3. Slack Time = 2 mins. – 6 mins. Depending on the availability on location of maneuvering area: 2. Boulders – 6 minutes b. Manual Loading (crew of 6 Laborers to fill 1 unit) C.2 Capacity of 1 unit dumptruck: -5 cu. m. - 1 hr. D. Speed of Dumptruck: Speed in KPH Below7%Grade 7-12% Above 12% DirtRoad Paved DirtRoad Paved Paved Loaded Trip 15 25 10 15 5 W/o Load 20 30 15 20 10 E. Stockpiling of Boulders: E.1.From side slope: (Barring down and stockpiling) Labor Capacity – 2.00 cu. m./MD E.2.Picking and stockpiling from riverbed Labor Capacity – 2.00 cu. m./MD ITEM 200 : AGGREGATE SUB-BASE COARSE ITEM 201 : AGGREGATE BASE COARSE A. Shrinkage Factor – 15% B. Spreading capacity of 1 unit road grader – 600 cu. m./day C. Compacting capacity of 1 unit road roller – 300 cu. m./day Duration of water truck is equal to the duration of road grader. Equiment proportion is 1 unit road grader to 2 units road roller. D Labor/Supervision 1–CivilEngineer 1–Lab.Tech. 1 – Foreman 1 – Helper/Laborer for every equipment except for 2 – Flagmen (Optional) Dumptrucks and Rollers ITEM 311 : PORTLAND CEMENT CONCRETE PAVEMENT (PCCP) A. Materials: A.1. 9 -10 bags of cement per cu. m. of concrete A.2. Aggregates: Loose Volume Qty. per cu. m. of concrete Fine Aggregates: 0.50 cu. m. (0.45 – 0.50 cu. m.) Coarse Aggregates: 0.80 cu. m. (0.80 – 0.90 cu. m.) Include other miscellaneous accessories e.g. dowel bars, joint fillers, etc. B. Batching and Casting in – place: B.1 Using 2 units 1 -= bagger mixer (minimum) a. Capacity = 180 bags/day (i.e. 90 bags per 1 bagger concrete mixer) (70 bags : presently being adopted) b. Crew members: (for 20 cu. m. PCCP) 1–CivilEngineer 4–Masons 1 – Material Engineer 2 – Carpenters 1 – Laboratory Technician 24 – Laborers 1 – Foreman c. Equipment support for 2 units 1 – bagger mixer c.1. Consider water provision c.2. 2 – portable concrete vibrator c.3. 1 – bar cutter c.4. 1 – concrete cutter B.2. Using Transit Mixer (3.6 cu. m.) 1. For no. of trips/day, apply time spotting (maximum distance of batching plant) 2. Crew at batching plant 4 – Laborers 1 – Materials Lab. Tech. 3. Crew at project site: 1 – Civil Engineer 1 – Material Engineer 1–Foreman 1–MaterialLab.Tech. 2–Masons 10–Laborers 2 – Carpenters 4. Equipment Requirement: 2 – Transit Mixer 1 – Payloader 2 – Portable Concrete Vibrator 1 – Water Tank 1 – Concrete Batching Plant (include labor for assembly of batching plant and lease of batching area) 1 – Bar Cutter 1 – Portable Concrete Cutter C. Cutting Provisions: C.1. Curing Compound, specify C.2. Ponding C.4. Combination of the above or any method specified under the 1995 DPWH Std Specs D. OTHERS: D.1 Estimate forms for 3 days operation D.2 Forms are expected to be re – used for a minimum of five (5) times D.3 Consider provisions for used oil ITEM 400 : PILING Conditions: 1. Hammer – TDH – 22 2. Piles are spotted Capacity = 6 to 8 meter/hour depending on type of foundation ITEM 404 : REINFORCING STEEL BAR A. Materials: A.1. Tie Wires: 15 kgs. Per ton of steel bar B. Labor: (Cutting, bending, fabrication, installation & other miscellaneous works) B.1. Crew Composition; (Minimum composition) 1–CivilEngineer 2–SkilledLaborers 1 – Construction Foreman 6 – Laborers 2 – Steelman B.2. Capacity of gang = 750 kg,/day C. Equipment required per gang 1 – unit Bar Cutter ITEM 405 : STRUCTURAL CONCRETE A. Materials CEMENT FACTOR SAND FACTOR GRAVEL FACTOR CLASS (bags/cu. m.) (loose vol./cu. m.) (loose vol./cu. m.) A (1) 9.10 0.50 0.80 ) 2 (B 8.00 0.45 0.85 ) 3 (C 9.50 0.55 0.75 ) 4 (D 11.00 0.44 0.73 B. Batching and Casting in – place B.1. The duration for 1 – bagger or 2 – bagger mixer depends on equipment utilization schedule as reflected in the PERT/CPM. B.2.. Crew for 1 – bagger mixer and transit mixer is the same as Item 311 except for steelman which is included in Item 404 and carpenters which is revised per section D of this item. B.3. Supporting equipment for batching plant same as Item 311. B.4. Duration of transit mixer is dependent on the speed setting forms and type and size of structures. (See B.1.) C. Curing: C.1. Either ponding or use of curing compound or combination or both as specified in the Std. DPWH Specs. D. Formworks: D.1. Formworks: Minimum Crew Composition: 1–CivilEngineer 2–Carpenters 1 – Construction Foreman 4 – Laborers Capacity: 1. Fabrication and Installation = 35 sq. m./day 2. Stripping = 60sq.m./day D.2. Scaffolds for Bridges: Materials: 27 bd. ft. per meter height per meter span ITEM 500 : PIPE CULVERTS AND STORM DRAINS A. Scope of Works: Laying and Collaring. Backfilling shall be Item 104. B. SizeofRCCP Capacityofcrewperday 300 mm 24 pcs. 450 mm 12 pcs. 610 mm pcs. 8 Crew Composition: 1–CivilEngineer 1–Mason 1–Foreman 6–Laborers With equipment support 1 unit chain block with stand ITEM 504 : GROUTED RIPRAP (Proportion of grout mix = 1 part cement to 3 parts sand) A. Scope of Works: A.1. Laying of boulders and grouting A.2. Curing A.3. Foundation preparation and excavation A.4. Provision of weepholes A.5. Double or multiple handling, if necessary should be derived B. Labor: Crew Composition: (minimum) 1–CivilEngineer 2–SkilledLaborer 1–Foreman 6–Laborers 1 – Materials Lab. Tech. B.2. Preparation of foundation i.e. excavation: Labor capacity – See Item 103: Structure Excavation For capacity of laborers. Crew Composition: 1 – Civil Engineer 1 – Foeman 10 – Laborers Capacity of gang = 18 cu. m./man – day (this capacity is based on the assumption that all materials are within reach of the laborers.) C. Materials: C.1. Boulders – equal to volume of grouted riprap C.2. Cement – 2.5 bags per volume of grouted riprap C.3 Sand – 25% 0f volume of grouted riprap – 0.25/cu. m. D. Water provisions: Consider source or availability of water at site. ITEM 505 : STONE MASONRY (Proportion of mortar mixture – 1 part cement to 2 parts and by volume) A. Scope of Work: The same as Item 504, Grouted Riprap B. Labor: Laying of bo ulders, grouting, curing and ins tallation of weepholes. Minimum Crew Composition: 1–CivilEngineer 6–SkilledLaborers 1 – Construction Foreman 12 – Laborers 1 – Materials Lab. Tech. Capacity of Gang – 13.5 cu. m./man-day Capacity of Laborers – 0.50 to 1.00 cu. m. per man-day or an average of 0.75 cu. m. per man-day. C. Materials: C.1. Portland Cement: 5 bags per cu. m. of stone masonry C.2. Sand: 30% volume of stone masonry C.3. Boulders: Equal to volume of stone masonry C.4. Weepholes: As indicated in the plans. D. Water and equipment provision: Refer to Item 504, Grouted Riprap Note: For Stone Masonry, the cement factor of 5 bags per cu. m. of stone masonry was based on minimum mortar bedding and joint thickness of 35 mm. DERIVATION FOR STOCKPILING COST: FORD7BULLDOZER RATE = P 9,258.00PER/DAY CAPACITY = 500.00 CU. M./DAY FOR PAYLOADER (2 M3 CAP) RATE = P 4,662.00 PER/DAY CAPACITY = 500.00 CU. M./DAY 9258 + 4663 UNIT COST = ----------------------------- 500 UNITCOST = P 27.84 DERIVATION FOR PROCESSING COST (FINE AGGREGATES & EMBANKMENT) FOR PAYLOADER (2 M3 CAP) RATE = P 4,662.00PER/DAY OUTPUT/DAY = 100.00 CU. M./DAY FOREMAN = P 377.00 PER DAY LABORER = P 220.00 PER DAY 4662 + 377 + 220 UNIT COST = --------------------------- 100 UNITCOST = P 57.85 DERIVATION FOR PROCESSING COST (COARSE AGGREGATES) FOR PAYLOADER (2 M3 CAP) RATE = P 4,662.00PER/DAY OUTPUT/DAY = 150.00 CU. M./DAY FOREMAN = P 377.00 PER DAY LABORER = P 220.00 PER DAY 4662 + 377 + 220 UNIT COST = --------------------------- 150 UNITCOST = P 38.57 GUIDELINES FOR INDIRECT COST (1) Pre – Construction Engineering (PCE) % of TEPC PROJECT FlatTerrain RollingTerrain Mountainous COST New Rehab New Rehab New Rehab 0 ~ 1M 1.000 0.500 1.500 0.750 2.500 1.250 1M~2M 0.750 0.375 1.250 0.625 2.250 1.125 2M~5M 0.500 0.250 1.000 0.500 2.000 1.000 5M~ 0.375 0.188 0.750 0.375 1.750 0.875 TEPC: Total Estimated Project Cost (2) Tool Not to exceed five percent (5%) of TEPC (3) Project Superintendence Not to exceed five percent (5%) of TEPC (4) Engineering and Administrative Overheads Three percent of TEPC (5) Material Testing Cost (Quality Control) ProjectCost %ofTEPC 0.1M0~~0.3 0.1M M 1.250 1.000 0.3M ~ 0.75M 0.875 0.75M ~ 2.0M 0.750 2.0M ~ 5.0M 0.625 5.0 M~ 0.500 (6) Contractor’s Overhead/Profits (Refer to D.O. No. 30 Series of 1991, January 30, 1991) Project % of Construction Cost Cost OCM Profit Mob/Demob Total M 1~0 13 15 2 30 M5~M2 12 14 2 28 M 10 ~ M5 12 13 2 27 10M~20M 11 12 (separate) 23 20M~50M 11 11 (separate) 22 50M~ 10 10 (separate) 20 OCM: Overhead, Contingency, Miscellaneous (7) Contract Tax (VA) Ten percent (10%) of Estimated Direct Cost (EDC) (8) Around 0 ~ 10% of Total Direct Cost DEPARTMENT ORDER NO. 57 Series of 2002 TOTAL INDIRECT COST % MAXIMUM FOR OCM AND PROFIT % COST FOR INDIRECT ESTIMATED (maximum ranges) MOB./DEMOB. COST % FOR DIECT COST (EDC) (maximum) OCM, PROFIT AND MOB./ OCM PROFIT DEMOB. (% of EDC) (% of EDC) Million 1 PUp to 13 15 1 29 Above 1 M to 5 M 12 14 1 27 Above 5 to 10 M 12 13 1 26 Above 10 M to 20 M 11 12 1 24 Above 20 M to 50 M 11 11 1 23 Above 50 M 10 10 1 21